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REV1 APPROVED BLD BLD2023-0908+Architectural_Plan+2.12.2024_7.49.54_PM+4055646j j I ,A . . r CDcc Li r co ui to Z clq > qt ■ O. N O i� CO T 00 LIP Lo E N W N U W U N �.. W N � t�0 co �Iti/.... LU (o y : O O lS T zo z 0 z O .. w Q. W.. Q DC N CM Q7 L0 O BLD2023-0908' REVISION Feb 13 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT NOMINAL MARK SIZE JAMB STYLE MATERIAL HARDWARE REMARKS 3-0 x 6-8 4-9/16 IN -SWING VERIFY W/ KEYED HA F LITE W/ ROUNVZ. f_*" &DIVIDED" 1 1 OWNERS ENTRY LITE PANEL. SEE A3.1 5-0 x 6-8 DBL_FRENCH 2 -N-SWING< _ G -0 x 6-8 6-9/16 DBL NCH 3 OUT -SWING 2,, x 6-8 4 5 2-G x 6-8 24x 6-8 -911 7 8 2-4 x 6-8 N/A POCKET FLUSH PULLS 2-6 xrf IF „ ;,v,1 (�(I'1, u ( '�1A ^56 DNAr VoD 1-- 9 24 x 6-8 �fix" 10 2-;-6 x 6=8 q "`ill __ SWING �0SC" 66 �>V1� % 1700 11 NOTES 1 CENTER ALL DOORS ON WALLS OR 6" FROM WALLS U.O.N. ON PLAN (VERIFY W/ OWNERS) 2 FULL LITE EXTERIOR DOORS TO HAVE U = .30 OR LESS 3 OPAQUE EXTERIOR DOORS TO HAVE U = .20 OR LESS 4 ALL U VALUES TO BE NFRC CERTIFIED 5 ALL GLAZING IN DOORS AND SIDELITES ASSOCIATED WTH DOORS O BE SAFETY GLAZING WINDOW SCHEDULE MARK NOMINAL SIZE__STYLE MATERIAL FA TOR QUANT REMARKS ( -� x 3-,?- SINGLE HUNG vlMl'i� 3 TOP HALF DIVIDED C sS Lif S.-S LITE. SEE A3 1 4-0 x -(p SLIDER "' ( SAFETY GLAZING p 2-0 x 1-6 OVER 2-0 x 2-$ HOPPER 3 E OVER FIXED ' 5-0x 3-6 SLIDER 1 EGRESS - G 3-0 x 3-6 ,. 1 (N) WINDOW IN (E), H DOOR OPENING 2-0 x,-0 SKYLIGHT VERIFY 5 OR 1 i NOTES: 1 SEE EXTERIOR ELEVATIONS FOR OPERATION OF OPERABLE UNITS 2 U-VALUES TO BE NFRC CERTIFIED 3 PROVIDE SAFETY GLAZING AT WINDOWS MARKED AS QiAND rS REQ. BY CODE 11 ► C 1,V w: L�l 3. VERIFY LOCATION AND QUANTITY OF FIXED ERSUS OPERABLE WINDOWS WITH { OWNERS PRIOR TO ORDERING. i � I1 f 1► i � ` �. I � I J 1. THE DUCTED HEAT PUMP WILL PROVIDE'HE TING AND COOLING FOR O ; ' EXISTING HOUSE AND NEW CONDITIONED Af IEAS. t ELECTRIC VEHICLE NOTES 1. PROVIDE ONE EV-READY PARKING SPACE P1 R ECDC 17.115.020. K. VERIFY i WIRING AND FUTURE CHARGING STATION LC CATION WITH OWNERS. _ 2 441 ENERGY NOTES (FROM 2018 WA ENERGY CODE SE rTION R406 i k 1. ENERGY CREDITS REQUIRED 3.0 ADDITIO BETVIEEN500 AND 1500 SQ FT. PROPOSED CREDITS. :CABINETS &lNT INTERIOR 1 � E f ER F NISH �-( v a, FUEL NORMALIZATION _SYSTEM TYPE 2. 1. CREDITS) f SEE INTE RIOR ERIOR FINISH DRAWINGS( . & e Heat pump: Equipment meetin minrmum federal fficienc standards forthe equipment SPECS FOR ADDITIONAL INFO ON �) � �( p p9 t � (`�listed in Table C403.3.2 1 or C403.3.2(2). TILE SIZES COLORS PLUMBINGO �� 3.2 HIGH EFFIENCY HVAC EQUIPMENT 1.0 ClDITS Q ( I a FIXTURES APPLIANCES ETC. _ .. 'VE RIFY AL L DIMENSIONS IN FIELD `�� Air -source centrallyducted heat. um with minim m HSPF of95 '� 5.3 EFFICIENT WATER HEATING 1.0 CREDIT . WHERE REQUIRED. DRA h ( ) QU WINGS ARE �� ...-�- Energy Star ratedgas as ors propane water heater wi h a minimum UEF of 0.91 ' Date FO R EN G ERAL LAYOUT -PURPOSES- TOTAL CREDITS SELECTED 3.0 ONLY AN � �-�' O D DO NOT ACCOUNT � �. .�,. L'I' 2.3' CHANGES MADE IN THE FIELD. � - L Revisions NOTIFY OWNERS OF DISCREPANCIES _.. w.. BETWEEN FIELD; MEASUREMENTS AND ! DRAWINGS, 'PRI R'T 2 O O ORDERING AND > V 0; L-r ' V Nov z :INSTALLATION OF FINISH MATERIALS D , r I t SYMBOLS SCHEDULE �J 2. 1 �? tv 3 5 1� (h�) � Nisi �"I 0 N �I7 _ fL0f�-- ��F � ' DO NOT SCALE DIMENSIONS FROM' �y �R CONSTRUCTION NEW WALL AREAS SHOWN ARE THE.:. EXISTING CO S RUCTION.: DRAWINGS. WRITTEN. INFORMATION ,' MINIM TO REMAIN UM AMOUNT REQUIRED. SUPERCEDES GRAPH IC C INFO. WALL S SHOWN AS EXISTING TO REMAIN MAY NEED' TO BE REMOVED REVISION NEW CONSTRUCTION Aia R a DURING DEMO LITION. VERIFY E IFY 1 N FIELD. Feb 13 2024 . _ - . CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ADDITION 10533 243RD PL SW EDMONDS WA 98020 (425) 870 - van.derBeken VANDER*811 RD �uat,x�t,e.Ot1P�. DO NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION SUPERCEDES GRAPHIC INFO. /y 1 t/ ,I 1 [ lu "V) '%W/ 21 r3 r Cno W G .--. :3 N eN ..r Q N O V co r CO r co h �% cn O Lm -0 LO E N d 4W -0 W N E N OU U N s 06 �N y cu 0 <� a uw 3 m 3 3 0 Q Z z O 0 z TYPIC L EXTERIOR FINISHES � VERI Y W/ OWNERS)WO w COMP SHINGLE ROOFING TO MATCH (E). QJ VERTIC30AL SIDING TO MATCH (E) CL o . VINYL WINDOWS TO MATCH (E) cr WIND W AND DOOR TRIM TO MATCH (E) N � U ;REVISION Feb 13'2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Revisions AiO 14dv Z3 & �a2 F0, 2A REGSTERED low [�> m L- ARCHITECT 14 r p e p 0' m PHILLIP J DEHENMS STATE€ KEAN ADDITION 10533 243RD PL SW EDMONDS WA 98020 (425) 870 - 8123 VanderBeken REMODEL License # VANDER*811 RD { ao On M f - .. - 04 coT € TYPICAL EW CONSTRUCTION SYSTEMS r m O` ilY ROOF COMO- SHRIGLE ROOFING TO MATCH E C3 W L1 1i & WATERR O SHIELD REQUIRED J z ,iit _ 2,11 3 Z� iGE AS a SWE TWIN- A PER STRUCTURAL PE U L SPECS PLANS N qr e_ 4 L, v c PREMANU _ R _ 49 LO ACTURED TRUSSES PER & PECS S E FILL INSULATION @NORTH ADDITION n FULL I CATION T EXTEND OVER TOP F WALL SU O E O R O O VERIF TYPE OF INSULATt N W! VV O O NERS 5 v1 SPRAY IN AM INSULATION O@-(E)-ROOF-OVER' +N KITCHEN AREA INTERIOR:_FINISH - /z SHEE7ROCK W! , ■ 0 I f i 3 0 Z TEXTURE E &PAINT PER OWNER N ,o _ Rco EXTERIOR FINISH MATCH E SOFFIT C) rn v f _ Am RI R WALLS 1 i i � 3 L VERTICAL.. BUILDING- IQIN T MATCH G O C E O R P A n Lm -Lo _ _ . 0 �- SHEATHING PER STRUT PE c SPECS o E N 2X, T 6S STUDS R 1 INSULATION 2 1O.C. 6 OC +Ir w �iOV =' E� RIFY TYPE OF:,INSULATION N W/ OWNERS) O O S �4 W E _Nr v P i !z SWEETROCK Wf TEXTURE &PAINT INTERIOR WALLS S 3 • R /z SHEETROCK W/ TEXTU E &PAINTco ar c i u I U 30J X i.4 T 1 STUDS @ 6 O.C. S U SULA ION SOUND INSULATION to c cz ;E co ; VERIFY W/ OWNERS) O N RS w ;. . t i : .• Ic f — ( L Y /z SWEETR CK WI O TEXTURE &PAINT ems.-.... co 0 V i FLOORS O' FINISH FLOORING PER OWNER SHEATHING PER STRUCTURAL SPECS' R JOISTS .PER PLANS AND SPECS E S R ='30 INSULATION MIN OVER A O CRAWL VERIFY LOCATION & TYPE ( T . E OF INSUL ) y �p � � � •� / (L � 11- �1 � � A (:[1Nr. (:1 IRR!\Aldq PCIITPGI'Y O'i'TI-It= l"11 1'1"I1(1(1R 1'1Pf`hllAl(; STRUCTURAL NOTES C G (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 15 PSF FLOOR 15 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF RESIDENTIAL 40 PSF (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8. SITE CLASS (ASSUMED) D SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.281 ONE SECOND SPECTRAL RESPONSE ACCEL (SI) 0.449 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 1.025 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.554 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR (IF) 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM PLYWOOD SHEAR WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR (p) 1.0 SEISMIC RESPONSE COEFFICIENT (CS) 0.158 W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2. BASE SHEAR (V), V = CSW = RD I W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 97 MPH EXPOSURE B KzT 1.0 SEE PLANS FOR ADDITIONAL DESIGN LOADS. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS CONCRETE ADHESIVE ANCHORS X NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. FOUNDATIONS: SPREAD FOOTINGS 610111.y i: 1i•]I;i :i: 1i•1IN20 1110 If] Ire\v/e11WWI 1.11: F_l011► I: g•]017 61[c]0l ALLOWABLE SOIL PRESSURE: 2000 PSF FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557-00. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING. GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC MAXIMUM SHRINKAGE STRAIN RATIO YARD * ALL CONCRETE 4000 PSI 0.55 5 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. *PROVIDE 4000 PSI MINIMUM CONCRETE STRENGTH AS REQ'D FOR CONCRETE DURABILITY REQUIREMENTS. 2500 PSI f'c CONCRETE MEETS STRENGTH REQUIREMENT FOR DESIGNED FOOTING, THEREFORE SPECIAL INSPECTION OF CONCRETE MIXTURE AND PLACEMENT IS NOT REQUIRED. REFER TO THE SPECIAL INSPECTION TABLE ABOVE FOR ADDITIONAL SPECIAL INSPECTION REQUIREMENTS. NaIki1101*11►10111411a41 REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP WELDED WIRE FABRIC 12" AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI 318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: f'c = 4000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS #3 19 15 8 24 19 12 #4 25 19 10 33 25 15 #5 31 24 12 41 31 19 #6 37 29 15 49 37 23 #7 54 42 17 71 54 27 #8 62 48 1 19 81 62 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: #5 BARS AND SMALLER 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS 3/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS T-0" BEYOND EDGE OF OPENING. IF T-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. ItII►v4:140 ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) SLEEPERS DOUG-FIR STUD 700 - LIGHT FRAMING (STUDS) HEM -FIR STUD 675 800 2x JOISTS AND PLANKS HEM -FIR #2 850 - PLATES AND BLOCKING HEM -FIR #2 850 - 6x AND LARGER BEAMS AND STRINGERS DOUG-FIR #2 875 - 4x AND SMALLER BEAMS AND STRINGERS HEM -FIR #2 850 - ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: NAIL SHANK 0 MIN LENGTH 8d COMMON 0.1310 2 1/2" SHANK 10d COMMON 0.1480 3" SHANK 12d COMMON 0.1480 3 1/4" SHANK 16d COMMON 0.1620 3 1/2" SHANK 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148" 0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, SCREWS, OR BOLTS IN EACH MEMBER. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. GALVANIZATION UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: GALVANIZATION UNTREATED WOOD CCA-C SBX ACQ-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHER PT WOOD G90 X X X G 185 X X X X X X HDG X X X X X X STT300 X X X X X X X X G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG = HOT DIP GALVANIZED SST300 = TYPE 316L STAINLESS STEEL RATED SHEATHING RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME, PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Flo (PSI) Fv (PSI Fc (PSI) BEAMS & POSTS (d < 9 1/2") LSL 1.3E 1,700 425 1,835 RIMS & BEAMS (d >_ 9 1/2") LSL 1.55E 2,325 310 - BEAMS & POSTS LVL 2.0E 2,600 285 2,510 POSTS (d < 9 1/2") PSL 1.8E 2,400 190 2,500 BEAMS (d >_ 9 1/2") PSL 2.0E 2,900 290 - TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS. UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. TYPICAL FRAMING NOTES 1. BEARING WALL FRAMING 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO. REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS. HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO. COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT OTHERWISE SHALL BE TWO STUDS. 2. WALL BASE PLATE ON CONCRETE WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, BOLT PLATES OR SILLS TO CONCRETE WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT U-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS. 3. ROOF AND FLOOR FRAMING PROVIDE 1 1/2" BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'4" OC MAXIMUM UNO. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. 4. DIAPHRAGM NAILING ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS. THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE. 5. ALLOWABLE STUD AND PLATE PENETRATIONS CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. 6. GYPSUM WALLBOARD NAILING ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE WALL. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. EXISTING BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 II/08/23 i H ~ H Z m O m D w v) cc� � F- F- U Ld w w 0 a a mrlj M LIJ Q Owl O 0 O .H 1 DESIGN: LMS DRAWN: JOS CHECK: JGG JOB NO: 23170.10 DATE: 07/ 1 9/23 Z O (n �--' W 0 O ~ O o�N Q O Z W J 00 w W N V) U Z LL W O 0 Y La uz uz SHEET: REVV Feb 13 CITY OF E[ ON 124 DEPARTMENT PLAN NOTES C G (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) FOUNDATION PLAN & MAIN FLOOR FRAMING PLAN NOTES: 1. EXTERIOR FOOTINGS SHALL BEAR A MIN OF V-6" BELOW ADJACENT GRADE. 2. FOOTINGS SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL. 3. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO STRUCTURAL NOTES FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. 4. REFER TO HOLDOWN SCHEDULE ON SHEET S2.1 FOR HOLDOWN TYPES AND FRAMING PLANS FOR HOLDOWN ANCHOR BOLT LOCATIONS. 5. REFER TO FRAMING PLANS AND SHEAR WALL SCHEDULE ON SHEET S2.2 FOR LOCATION AND TYPE OF SHEAR WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES. 6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. 7. REFER TO DETAIL 2/S3.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. 8. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT AND NAILING REFER TO DETAIL 2/S4.1. 9. ALL DIAPHRAGMS UNBLOCKED UNO. 10. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE 4" THICK W/ 6x6-W1.4 x W1.4 WELDED WIRE FABRIC REINF. SLAB SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 4" OF 5/8" CRUSHED ROCK. 11. REFER TO PLAN AND "CONCRETE GENERAL NOTES" ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 12/S3.1 FOR CONTROL JOINT CONSTRUCTION. TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2. ROOF SHEATHING SHALL BE 1/2" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. REFER TO DETAIL 2/S3.1 FOR SHEATHING LAYOUT AND NAILING. 3. UNLESS NOTED OTHERWISE, HEADERS SHALL BE 4x6 HF#2 WHERE MAXIMUM SPAN = 5'-0" AND SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 4. UNLESS NOTED OTHERWISE, ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 5. REFER TO DETAIL 3/S3.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 6. ALL DIAPHRAGMS UNBLOCKED UNO. 7. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 8. ATTACH ALL ROOF TRUSSES TO WALLS BELOW WITH SIMPSON H2.5A HURRICANE TIES. 9. CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2"0 HOLE CENTERED IN THE DEPTH AND AT THE THIRD POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN. 10. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC, TYP. 11. IF PSL SUPPLIER DOES NOT STOCK EXACT DEPTH OF BEAMS SHOWN, CONTRACTOR SHALL COORDINATE WITH SUPPLIER TO RIP BEAMS TO EXACT DIMENSIONS LISTED ON PLAN. 12. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. ABBREVIATIONS (A) ABOVE GLB GLUE -LAMINATED BEAM HORIZONTAL KING POST AB ANCHOR BOLT HORIZ ALT ALTERNATE KIP ARCH ARCHITECT KSI KIPS PER SQUARE INCH (B) BELOW BAR DIAMETER L ANGLE BD MECH MECHANICAL BLKG BLOCKING BM BEAM MF MOMENT FRAME METAL MTL BOT BOTTOM NS NEAR SIDE BRNG BEARING OC ON CENTER OPPOSITE PLATE PLACES POUNDS PER SQUARE INCH BTWN BETWEEN COMPLETE JOINT PENETRATION OPP CJP PL CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECTION PLCS PSI PSF POUNDS PER SQUARE FOOT POST TENSIONED P/T PT PRESSURE TREATED CONT CONTINUOUS REINF REINFORCING REQ'D REQUIRED SCHED SCHEDULE SIM SIMILAR COORD COORDINATE DBL DOUBLE DET DETAIL DIA DIAMETER SOG SLAB ON GRADE STANDARD DIM DIMENSION STD DIR DIRECTION STIFF STIFFENER EA EACH STL STEEL ELEV ELEVATION SYMM SW SYMMETRICAL SHEARWALL ES EACH SIDE EX EXISTING TOC TOP OF CONCRETE EXP EXPANSION TOS TOP OF STEEL FLR FLOOR FDN FOUNDATION FTG FOOTING FS FAR SIDE GC GENERAL CONTRACTOR TOW TOP OF WALL TYP TYPICAL LINO UNLESS NOTED OTHERWISE VERT VERTICAL WF WIDE FLANGE ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 II/08/23 i J H ~ H � Z � m 0 m w Of � H H U � � of of W w w 0 a a oll DESIGN: LMS DRAWN: JOS CHECK: JGG JOB NO: 23170.10 DATE: 07/ 1 9/23 z O F_ 0 � Q � N 0 W J 00 V) U w a Ld F_ 14) �:: O N to Z w w 0 Z Z rMz O Q Lo :2 w 0 o Y LEI Lq SHEET: Sim2 REVV Feb 13 CITY OF E[ ON 124 DEPARTMENT HOLDOWN SCHEDULE MARK TYPE MIN CHORD SIZE STUD NAILS OR BOLTS ANCHOR BOLT EMBEDMENT CAPACITY (LB) 1 MST37 (2) 2x (11) 16d EA END - - - 2355 2 MST48 (2) 2x (17) 16d EA END - - 3,640 3 MST60 (2) 2x (46) 16d EA END _ - - 5,405 4 CWT12 (2) 2x . (49),16d EA END _. 9,215 5 HDU4 (2) 2x (10) SDS 1/4" x 2 1/2" SCREWS S/8" DIA A36 ROD NOTE 5_& 6 3,28S 6 HDUS (2) 2x (14) SOS 1/4" x 21/2" SCREWS S/8" DIAA36 ROD NOTE 5 & 6 4,340 7 HDU8 (3') 2x (20) SDS 1/4" x 2 1/2" SCREWS' 7/8" DIA A36 ROD NOTE 5 & 6 6,580 8 HDUli 6x6 OR 4x8 (30) SOS 1/4" x 2 1/2" SCREWS 1" DIAA36 ROD NOTES & 6 9,610 9 HDU14 6x6 DF OR 4x8 DF (36) SDS 1/4" x 2 1/2" SCREWS I 1" DIA A36 ROD NOTE 5 & 6 14,390 MOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS 2. REFER TO THE TYPICAL WOOD FRAMING DETAILS FOR INSTALLATION OF FLOOR TO FLOOR STRAPS & CONNECTION OF STRAP TO BEAM BELOW, WHERE APPLICABLE. REFER TO HOLDOWN ROD DETAILS FOR HDU TYPE FLOOR TO FLOOR CONNECTION OF ROD TO BEAM BELOW, WHERE APPLICABLE: 3. INSTALL HD HOLDOWNS AT FOUNDATION WALLS OR FOOTINGS PER THE TYPICAL FOUNDATION & HOLDOWN DETAILS. 4. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. S. AT EXISTING WALLS, DRILL & EPDXY INTO EXIST WALL W/ SIMPSON SET-XP EPDXY. 6. ANCHOR BOLT EMBEDMENT LENGTH SHALL BE PER THE TYPICAL HOLDOWN DETAIL AT NEW OR EXISTING WALLS. FRAMING AMIN S G IS DIFFERENT FR OM . U GS EDM ND WA 2 O S 980 0 C �. � ` ANY VER TICAL OR DIAGONAL ONAL/ 3 oN TRfMOVE IN�IN��RIN� SAll+Z[7C_I 1 5UPPDRRE7WFFNtNFYC7NrRnnceN► rI a &.t Y tom" T MO L V 0 71r1"'ICLJULC II SHEAR WALL SCHEDULE MIN FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE NAILING SILL PLATE ANCHOR MARK APA-RATED ADJOINING PANEL NAILING AT PANEL BLOCK CONN TO TO RIM/BLKG BOLT TO SLAB OR FOUNDATION SHEAR CAPACITY (PLF) SHEATHING SILL PLATE 512E ! EDGES (SEE NOTE 5) EDGES TOP PLATE BELOW FOUNDATION 15/32" 2x STUD 0.131"DIA x 2 1/2" LTP4 OR A35 @ 0.131" DIA x 3"@ SW6 .. �_ _. 5/8" DIAAB @ S'-0" OC 2x... 142 - ONE SIDE AND BLKG @ 6"OC 24" OC 6" OC 15/32" 2x STUD 0.131"DIA x 2 1/2" LTP4 OR A35 @ 0.131" DIA x'3" @ SW4 S/8" DIAAB @ 4'-0" OC 2x $50 ONE SIDE AND BLKG, @ 4"OC 20" OC 4" OC 15/32" (2) 2x STUD AND 2x 0.I31"DIA x 2 1/2" LTP4 OR A35 @ 0.131" DIA x 3" @ SW3 5/8" DIA AB @ 3'-0" OC 2x 455 ONE SIDE FLAT BLKG @ 3"OC 15" OC 3" OC SW2 15/32" 3x STUD AND 0.131"DIA x 2 1/2" LTP4 OR A35 @ 0.131" DIA x 3" @ S/" DIA All @ 2'-6" OC 2)( 595 ONE SIDE 2xzFLAT BLKG @ 2"OC 12" OC 2.5" OC 15/32" (2) 2x STUD AND 0.131"DIA x 2 1/2" 'LTP4 OR A35 @ 0.131" DIA x 3" @ 2SW4 5/8" DIAAB @ 2'-0" OC 2x 706 BOTH SIDES ; BLKG @ 4"OC 10" OC 2" OC 15/32" (2) 2x STUD AND 0.131"DIA x 2 1/2" LTP4 OR A35 @ 0.131" DIA x 3" @ 2SW3 5/8" DIAAB @ V-6" OC 2x 910 BOTH SIDES ! BLKG @ 3"OC 7.5" OC 1.5" OC 15/32" 3x STUD 0.131"DIA-x 2 1/2' LTP4 OR A35", @ 6" . -0.131" DIA x 3",@ 2SW2 5/8" DIA AB @ V-0"OC 2x_ 1190 BOTH SIDES AND BLKG: @ 2"OC OC 1.5" OC SHEAR WALL SCHEDULE NOTES: 1. REFER TO THE TYPICAL SHEAR WALL DETAILS. 2. THE VALUES IN THIS TABLE ARE APPROPRIATE FOR: HF GRADE STUDS AND HF GRADE PLATES & RIM/BLOCKING. 3.'NAILS AT ADJOINING PANEL EDGES SHALL,BE STAGGERED EACH SIDE OFTHE COMMON JOINT. 4. WHERE PANELS ARE APPLIED ON`BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING SHALL BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. S. WHERE TABLE SPECIFIES (2) 2x FRAMING, CONNECT (2) 2x STUDS AND BLOCKING AS FOLLOWS: SW3 = (2) 0.131" DIA @ 3.5" OC, 2SW4=0.13'1" DIA @ 2.5" OC, 2SW3 = (2) 0.131" DIA @ 1.5" OC. 6. NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF (2) 2x FRAMINGSPECIFIED IN TABLE 1. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM 8. AT ALL 5/8" DIA SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS: EDGE OF PLATE WASHERS SHALL BE WITHIN 1/2" OF SHEATHED EDGE. FOR DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEET THIS REQUIREMENT. 9. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB's INTO FOUNDATION OR STEM WALL (FOR CAST -IN -PLACE AB's) 10. 7/16" SHEATHING MAYBE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. 11. AT EXISTING, FOUNDATION WALLS, INSTALL TITEN HD WITH SIZE AND SPACING PER=THE TABLE ABOVEWITH 5" MINIMUM EMBEDMENT. v T V Q_s. W / 'a 4� C I S i a Lf : LLI 5' 2- 1Z 5C s N C i N C _ G r Z c�r� C lP - C 250 4TH AVE TE 2' _ S c� 5 S S 00 rcodz v 1AML r EDMONDS WA 9$020' o Vi - ENGINEERING. 425.778.8500 E W .. Q i : S r SUC U TR T RAL REVIEW s KFF 4 L l 1� �i THIS DRAWING HAS BEEN REVIEWED c FOR CONFORMANCE WITH t' C _ T' J STRUCTURAL REQUIREMENTS UIREMENTSo -o y .. P 6 INDICATED IN THE ATTACHED LETTER s Y i S o. AND/OR CALCULATIONS. v Fg7 P BY. JO GUS S E AL HA PE E POTBELOW S _I h ,e POST ABOVE S i e 4.1 ® POST ABOVE & BELOW i _ BEAM 2x OR 1.6JOIST I FRAMING PREMANUF TRUSSES SHEAR WALL CALLOUT DC) O H LD WNl ROOF ATTIC VENTILATION CALCS , TRAP CALLOUT S C OU REQUIRED AREA __ , 4 . f-'1'J _ 1.28 . FT'. _ 1 4 . IN. Q ED A 38 SQ. 300 SQ. 8 SQ 1t 1 _ o i c 1l300 WHERE 40 50 /a OF VENTING IS IN UPPER PORTION OF THE ATTIC t � I ) DO NOT SCALE DIMENSIONS FROM CAL ME SfONS OM" Ii 1 HANGER J L�._ GE PI = DRAWINGS. W ITTEN INFORMATION TYPICAL RIDGE VENT 38 SQ. IN./2 LINEAR FEET R PROVIDE 3 RIDGE VENTS AT HIGHEST RIDGE - 3 X 38 SQ. IN. = 114 S, Q. IN. SUPS RCEDES GRAPHIC INFO. "All CORNER BARS x Q A.. MAY BE SUBSTITUTED FOR ALL 90° HOOKED BARS STD 90° HOOK TYP UNO UNO, VERT CORNER BARS SHALL BE / I SAME SIZE TABULATED FOR MIN J/ WALL REINF FOR THICKER WALL "A" = SPLICE LENGTH SEE NOTES, DETAILS, OR PLANS FOR Q (1) #5 VERT REQ'D REINF. ALL BARS TO BE CONT OR SPLICED PER STRUCTURAL NOTES STD 180° HOOK HORIZ CORNER BARS OF SIZE AND SPACING TO MATCH (2) #5 VERT REINF OF THINNER WALL a ® a �L PLACE VERT REINF OUTSIDE EXCEPT „A„ AS OTHERWISE NOTED OR SHOWN TYPICAL CONCRETE WALL REINFORCING DETAIL SCALE: NTS NOTE: 1. IN LIEU OF TOP FLANGE HANGER AT JOIST CONNECTION, CONTRACTOR MAY PROVIDE 2x FULL DEPTH PT LEDGER WITH (2) 1/2"o x 5" EMBED TITEN SCREW ANCHORS @ 16" OC INTO EXIST STEM WALL. ATTACH JOIST TO LEDGER WITH SIMPSON HU FACE MOUNT HANGERS. 2. AT'SIM' SECTION, SLAB ON GRADE OCCURS PER PLAN. PT SILL PL RIPPED TO MATCH STEM WALL WIDTH W/ ANCHOR BOLT SIZE & SPACING PER SHEAR WALL SCHED SHEATHING & NAILING PER PLAN & SHEAR WALL SCHED SHEATHING &NAILING PER FOUNDATION PLAN NOTES SILL PLATE NAILING PER SHEAR WALL SCHED SIMPSON JB SERIES TOP FLANGE HANGER, SEE NOTE 1 . . . . . . . . . . '4f PROVIDE 15# BUILDING - z ® ® PAPER BETWEEN JOIST & ® 1D CONC STEM WALL (2) #4 CONT x Q JOIST PER PLAN Q uo w av , n #4 @ 12" OC EA WAY 6" =Q SIZE AND REINF SHOWN ' u PER PLAN LU w CRAWSPACE SECTION BEARING 5 SCALE: 1" = V-0" e PIPE TRENCH EXCAVATION PARALLEL TO FTG SLEEVES TO CLEAR PIPE 1" ALL SIDES TOF BOF ' x 11 = � 3� 2 '�/ Q �� m 75 LOWER BOF VO PIPES ALLOWED IN THIS REGION. LOWER =TGS AS REQ'D AS REQ'D _ z Q� PIPE TRENCH EXCAVATION PARALLEL 9" MIN TYP TO FOOTING IS NOT ALLOWED BELOW THIS LINE. STEP FTG AS REQUIRED FOR THIS CONDITION TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS SCALE: 1/2" = V-0" SIMPSON JB SERIES TOP FLANGE HANGER (4) 8d NAILS HOLDOWN CHORD PER PLAN & HOLDOWN SCHEDULE CRIPPLE STUD AT OPENING AS REQ'D PER PLAN &DETAILS NOTE: EXTEND THREADED ROD BETWEEN JOISTS INTO STEM WALL BELOW. PROVIDE ROD COUPLER IF REQ'D. WHERE CONCRETE WALL HT > T-0", ROD MAY EXTEND 24" MIN INTO WALL W/ NUT & WASHER SHOWN. THREADED ROD AS REQ'D FOR HOLDOWN W/ NUT AND WASHER AT = x BASE. EXTEND ROD JOIST PER PLAN �2XBLKG INTO FTG, TYP UNO @ 4'-0" MAX w o (FIRST BAY ONLY) a in TOP OF FTG PROVIDE 15# BUILDING PAPER BETWEEN JOIST & CONC STEM WALL NOTE: FOR NOTES AND DETAILS NOT SPECIFICALLY CALLED OUT REFER TO DETAIL 5. Al--------- CRAWLSPACE SECTION (NON -BEARING SCALE: 1" = V-0" NEW OR EXIST SHEATHING & NAILING PER PLAN SHEAR WALL PER PLAN AND SCHED HOLDOWN PER PLAN AND SCHED II J II II II [ = II II II II II II II HOLDOWN DETAIL SCALE: 1" = V-0" cc m U Al NOT USED SCALE: 1" = V-0" HOLDOWN CHORD PER PLAN & HOLDOWN SCHEDULE CRIPPLE STU OPENING W OG NOTE: EXTEND THREAD[ ROD BETWEEN JC INTO STEM WALL BELOW. PROVIDE COUPLER IF REQ'I THREADED ROD AS REQ'D PER PLAN & HOEDOWN SCHEDULE. INSTALL W/ HILTI HIT-HY 200 EPDXY CONC STEM WALL TOP OF FTG HDU W/ EPDXY INSTALLATION HOLDOWN DETAIL (EXIST FOOTING SCALE: 1" = V-0" & SHEAR WALL SCHEDULE (EXIST SHEATHING SHEATHING AND SHEATHING AND IN ALL AREAS WITH EXPOSED SILL PL NAILING TO REMAIN AT NON -SHEAR WALLS) NAILING PER FLOOR NAILING PER FLOOR EXIST DECKING CONC FLOORS, EDGE SLAB PER SW SCHED FRAMING PLAN NOTES EXIST DECKING FRAMING PLAN NOTES WITH 1/8" MAX RADIUS AND EXIST 2x DECKING (DIRECTION VARIES) FILL JOINT WITH SEALANT CONC SLAB ON GRADE PROVIDE 5/8" 0 x 2'-0" SLAB REINF AT CENTER OF SLAB SMOOTH SLIP DOWEL BARS OR AT TOP AND BOT. REINF AT 12" OC, TYP UNO SHALL NOT PASS THRU JOINT I u =� m X X X X JOIST PER PLAN-7JOIST PER PLAN N N AT SHEAR WALLS LOCATED PER PLAN, VERIFY EXISTING 1/2"0 RIM JOIST W/ 5/8"� TITEN SIMPSON HU FACE MOUNT HANGER GREASE THIS HALF OF BAR ANCHOR BOLTS @ 5'-0" OC OR HD SCREW ANCHOR @ 2x FULL DEPTH PT LEDGER W/ TYPICAL CONSTRUCTION JOINT PROVIDE TITEN HD AB'S TO 48 OC, EMBEDDED 4 T. MATCH SIZE AND SPACING INTO CONCRETE WALL (2) 1/2" 0 x 5" EMBED TITEN SHOWN IN SW TABLE SCREW ANCHORS @ 16" OC EXIT FOUNDATIO SHEAR WALL CONN (EXIST FOUNDATION 101 SCALE: 1" = V-0" EXIST FOUNDATION JOISTS PARALLEL TO STEM WALL SECTION SCALE: 1" = V-0" EXIST FOUNDATION JOISTS PERPENDICULAR TO STEM WALL SAWCUT JOINT - IN ALL AREAS WITH EXPOSED CONC. FLOORS, FILL JOINT WITH SEALANT. IN LIEU OF SAWCUT CONC SLAB ON GRADE JOINTS CONTRACTOR MAY USE ZIP STRIP PLACED WITH SLAB � SLAB REINF AT CENTER OF SLAB OR AT TOP AND BOT _ X X X X X X -N, T TYPICAL CONTRACTION JOINT TYPICAL SLAB ON GRADE DETAILS I SCALE: 1" = V-0" I -I I AD QDI IrF J � U = rn RS TO MATCH DOTING I REINF JRBED EARTH OR :TED FILL PER JRAL NOTES T = FTG THICKNESS PER PLAN, SCHED, AND DETAILS TYPICAL STEPPED WALL FOOTING SCALE: 1/2" = V-0" NOTCH SHEATHING TO INSTALL COLUMN COL PER PLAN 2x BLKG EA SIDE OF COL W/ (2) 10d EA SIDE EXIST DECKING COLUMN SPLICE IS =Q'D USE SIMPSON PC F FLOOR LEVEL SIMPSON ABU POST BASE _ m II z ow a m U SIZE AND REINF PER PLAN C RAW LS PACE DETAIL ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 II/08/23 1 J ~ H H � Z � m O m w � H H U � � W w w 0 a a m m N N Q O 0 rH O .� Y Q DESIGN: LMS DRAWN: JOS CHECK: JGG JOB NO: 23170.10 DATE: 07/ 1 9/23 SCALE: 1" = V-0" Z 0 �--' Q p 0 Q o 0 #4 CONT NOSING BAR J 00 SLAB ON GRADE AND SUBGRADE La U a- 0) Z el-1'-0" PER FOUNDATION PLAN. SLOPE Z .. 0 (2) #4 CONT SLAB PER ARCH PLAN W Q tM X X X X X X a = X I\ 0 O 0 °O W ^q' `' Q Q Q �N X ° 0Do° o 0Do° 000b M Z LLJ ® III -III -III -III- Q � 0 � X i—i i—i i—i i—i � 0 0 0 � III -III #4 HOOKED Y La II II X DOWELS @ 18" OC L iD z II u III II x 14„ �6„ SHEET: I® .11 (2) #4 CONT 1'-0" THICKENED EDGE SLAB & FOOTING V I SCALE: 1" = V-0" S3 ■ €VI ON Feb13 024 CITY OF EDM NDS DEPARTMENT C GI STAGGER NAILS ON EA SIDE OF PANEL JOINT AS REQUIRED PER SHEAR WALL SCHED -n-------7- - I.1 11 1.1 II HEADER PER PLAN II 11 I I II II I I •11 I 1.1 II I 1 1.1 II I I I I 1 I CRIPPLE STUDS PER 11 1 1 I j I I 11 PLAN; DO NOT CUT 1 I I I I I•I I•I I I• AWAY MATERIAL FROM I• I I I I I• I I I CRIPPLE STUDS j I I I I 11 I I II 1 •I I•I I 1 1.1 1 I I I I I I I III 11 II I •I II FULL -HEIGHT 1 1 1 I I•I 1 I•I I I I I I I I I• I I I I.I I I HOLDOWN CHORD 1 I I 1111 I I I 11 I I I •1 I II 11.11 11 II I I I I• I 11 1111 11 I I I .I 11 1 1 1 11.11 1 I•I II I I II I• I I I I.I II 1111 11.11 11 11 II I I I I� I I II 11 1111 11 I I I 11.11 I I•I II 1 I•I II I I I I•I I• I I.I Ij AB W/ SIMPSON BP 1 1 1 I I I I I I I• I I I 1 1 1 1 PL WASHER, TYP I I I•I II II I •I I I'I •1 1 I I I.1 II II PT SILL PL PER SHEAR I I I I I I I WALL SCHED A I•I I 1 I.I II _ z II II � �ly CONCRETE FOOTING OR P/T SLAB NOTES: 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 2. FOR SHEAR WALLS WHERE NO HOLDOWNS ARE SPECIFIED THE FIRST AB SHALL BE LOCATED NOT MORE THAN V-0" AND NOT LESS THAN (7) BOLT DIAMETERS FROM END OF WALL. TYPICAL SHEAR WALL DETAIL SCALE: 3/4" = V-0" EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 0.131"0 x 3" NAILS @ 9" OC (2) ROWS OF 0.131"0 x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP ------------------------------------- ------n-------n-------n-------r,-----7- 1'1 101 101 1.1 1 I•I II II II II III II II II i1 11• II II II II II II II III II II II II III 101 101 101 1•I 11. II I 11 II II �1 111 FRAMING AT ADJOINING I I I I'I 1 1 PANEL EDGES PER SHEAR I I I I'I WALL SCHED 1 I jI l I I I 11 I I 1 1 1 1.1 II 11 11 11 III II II II II I'I I•I I•I 1• II II II II II _J L - - - ;--- -- ;-- ;-- H•---•-- . . I'I I•I I•I II II II II II II II II II II II II II II II I'I I•I I•I 11 II II 11 II 11 II II II II II II II II II 101 I•I 1.1 11 II II II II II II II II 11 II II II II II I'I I•I I•I 11 II II II II _1L------J_I- ----J_ II II I II II 11 11 11 11 11 11 11 1L__ _1L______1 AB SIZE AND SPACING 77 III- II I I PER PLAN AND SHEAR II I I I( WALL SCHEDULE, TYP RIM BOARD \\ OR BLOCKING C� -III—III- -III—III- -III—III- EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP A. CORNER INTERSECTION B. 'T' INTERSECTION TYPICAL WALL INTERSECTION DETAIL SCALE: 1" = V-0" 2x6 STUD @ 2x4 CROSS WALL 2x8 STUD @ 2x6 CROSS WALL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 0.131"0 x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP NOTE: SUPPORTS AT SOLID POSTS SIM BEAM PER AND SCHE SIMPSON LTP4 C A35 FRAM11\ ANCHOR EACH SIf OF BEA SOLID OR MULT STUD COLUMN PER P,/ PANEL EDGE NAILING PER SHEAR WALL SCHEDULE, TYP PANEL EDGE NAILING INTO HOLDOWN CHORDS, TYP INTERMEDIATE NAILING @ 12" OC SHEATHING PER PLAN AND SHEAR WALL SCHEDULE HOLDOWN CHORD PER SCHEDULE. REFER TO TYPICAL BUILT-UP COLUMN DETAIL ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINK FOR HOLDOWN BOLTS HOLDOWN ANCHORAGE PER PLAN AND SCHEDULE SIMPSON CNW COUPLER 1/2" TO NUT W/ SIZE TO MATCH SHEATHED EDGE HOLDOWN ANCHORAGE PANELEDGE NAILING PER SHEAR WALL SCHED CONTINUE HOLDOWN CHORD TO FOUNDATION BEAM WIDTH, MIN UNO PARALLEL TO STUD WALL CONCRETE STEM WALL CONCRETE FOOTING PLATE WASHER PER SHEAR WALL SCHED II II II ° II II SECTION A -A SCALE: 1 1/2" = 1'-0" JOIST DIRECTION PER PLAN STUD WALL TYPICAL FLUSH BEAM SUPPORT DETAILS SCALE: 1" = V-0" SOLID STUD COLU- NOTE: STAGGER SHEATHING AS SHOWN. (IBC TABLE 2306.3.1, CASE 1 SHEATHIf PANEL, T CONTINUOUS PANEL EDGES �e1►1��Ielx.7 2x OR 3x BLOCKING ONLY IF BLOCKED DIAPHRAGM is cnrr-irirn TYPICAL FLOOR/ ROOF SHEATHING DETAIL SCALE: NTS 2 1/4" END DISTANCE, TYP (2) ROWS OF (8) 0.131"0 x 3" NAILS @ 3" OC EA SIDE OF SPLICE AND (2) @ 9" OC ELSEWHERE W/ 1 1/2" EDGE DISTANCE 3" OC \ SPACING TOP CHORD / SPLICE J AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM TO INSTALL THE SPECIFIED 0.131"0 CHORD SPLICE NAILS, THE CONTRACTOR SHALL SPLICE INSTALL SIMPSON CS20 STRAPS EA SIDE OF WALL AT SPLICE. INSTALL EA STRAP W/ (12) 10d AT EA END. WHERE BOTH PLATES ARE CUT, INSTALL CS20 STRAPS AT EA PLATE AND EA SIDE OF THE WALL. 6'-0" MIN BETWEEN SPLICES SPLICES TO OCCUR AT CENTER OF VERTICAL STUD TOP CHORD SPLICE BOTTOM CHORD SPLICE TYPICAL TOP PLATE SPLICE DETAIL 4 SCALE: 1" = 1'-0" BEAM PER PLAN AND SCHEDULE SIMPSON A35 EACH SIDE OF BEAM i �n = O J LL F- a w PERPENDICULAR TO STUD WALL STUD WALL ADJACENT NAILS IN A ROW ARE TO BE DRIVEN FROM OPPOSITE SIDES, TYP FOR 2x4 STUDS, PROVIDE SINGLE ROW OF NAILS STAGGERED EA SIDE WITH 1 1/2" EDGE DISTANCE. FOR 2x6 STUDS, PROVIDE (2) ROWS OF NAILS SPACED AT 2 1/2" W/ 1 1/2" EDGE DISTANCE 9" OC MAX SPACING BETWEEN ADJACENT NAILS IN A ROW 0.131"0 x 3" NAILS, TYP (5) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS TYPICAL BUILT-UP STUD COLUMN DETAIL SCALE: 1" = 1'-0" TYP DOUBLE TOP PLATE SIMPSON A35 (ONLY REQUIRED AT EXTERIOR HEADERS GREATER THAN 6' SPAN) (6) 0.131"0 x 3" NAILS - TYPICAL STUDS 2" MIN BEAM OR HEADER PER PLAN AND NOTES NAILING PER TYP BUILT-UP STUD COLUMN DETAIL AT HOLDOWNS: PROVIDE FULL HT CRIPPLE STUDS PER PLAN HOLDOWN CHORDS PER HD SCHED. AND COLUMN SCHEDULE OR OTHERWISE: (1) 2x FULL HT STRUCTURAL NOTES TYPICAL HEADER DETAIL SCALE: 1" = V-0" GUIDELINES FOR HOLES DRILLED THRU JOISTS SCALE: 1" = 1'-0" 1/3 DEPTH MIDDLE 1/3 1/3 DEPTH NOTE: HOLES DRILLED THRU JOISTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE JOIST DEPTH & MIDDLE THIRD OF THE JOIST SPAN, BUT NOT THE EXACT CENTER SPAN. CONTRACTOR SHALL MINIMIZE HOLE SIZE IF POSSIBLE. CONTACT ENGINEER FOR DRILLING OUTSIDE AREA SHOWN ENGINES RING, 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 11108123 J J I- ~ H H � Z m O m W � w � � H H U � � Ld w w C) a a m M W rlj � O .� Y CL Q DESIGN: LMS DRAWN: JOS CHECK: JGG JOB NO: 23170.10 DATE: 07/ 19/23 V Q Z ~ O W I--' 0 0 ?� O ago cD W _j 00 Z U w W N V) 0 w Z 0 Z K) 0 0 O w W O Q Y W SHEET: ■ REVI ON Feb13 024 CITY OF EDM NDS DEPARTMENT ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES 1 3/4" TIMBERSTRAND LSL BLOCKING RIPPED TO MATCH SLOPE OF ROOF SILL PLATE NAILING PER SHEAR WALL SCHEDULE PROVIDE BOUNDARY NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE 2x4 BLOCKING W/ SILL PLATE NAILING PER SHEAR WALL SCHEDULE PRE-ENGINEERED ROOF TRUSS PER PLAN SIMPSON H2.5A TIE AT EACH TRUSS STUD WALL FRAMING PER PLAN NOTES TYPICAL TRUSS SUPPORT DETAIL SCALE: 1" = V-0" DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES TRUSS BLOCKING DESIGNED AND PROVIDED BY TRUSS MFR. DESIGN BLOCKING FOR 242 PLF IN -PLANE SHEAR AT SHEAR WALLS ONLY BOUNDARY NAILING PER SHEAR WALL SCHEDULE SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE SHEATHING PER ROOF FRAMING PLAN NOTES SIMPSON A35 FRAMING ANCHOR PER SHEAR WALL SCHEDULE PRE-ENGINEERED ROOF TRUSS PER PLAN SIMPSON H2.5A EACH TRUSS TYPICAL TRUSS BLOCKING DETAIL SCALE: 1" = V-0" SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES OUTLOOKER PER PLAN (1'-9" OVERHANG PER ARCH) W/ SIMPSON LUS HANGER EA END TRUSS PER PLAN WITH DROPPED TOP CHORD SHEATHING AND NAILING TO MATCH SHEAR WALL BELOW DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES 2x FULL DEPTH RIM BLKG OPTION A. BLOCKING AND STRAPS TYPICAL GABLE END SECTION SCALE: 1" = V-0" TOP CHORD EXTENSION AT OVERHANG 2x BLKG RIPPED TO MATCH SLOPE OF ROOF SIMPSON LST STRAP EACH 2x4 BLOCKING FOR (3) TRUSS SPACES @ 4'-0" OC MAX 6d COOLER NAILS @ 6" OC OVER EXTENTS OF BLOCKING SHEATHING AND NAILING PER ROOF FRAMING PLAN 2x6 CONTINUOUS RIDGE BOARD OR PANEL EDGE NAILING PER CANTILEVERED RIDGE ROOF PLAN NOTES BEAM PER PLAN SIMPSON A35 PER SW SCHED (24" OC MAX) SIMPSON H2.5A AT EA TRUSS TRUSS DETAIL AT BEAM SCALE: 1" = V-0" PRE -MANUFACTURED ROOF TRUSS PER PLAN 2x NAILER W/ (2) 16d HANGER PER @ EACH RAFTER TRUSS MFR BEAM PER PLAN (4) 8d NAILS EACH BRACE v NOTE: REFER TO CASE A FOR INFORMATION NOT SPECIFICALLY CALLED OUT OPTION B. BRACING SIMPSON A35 EACH RAFTER 16d @ 6" OC 2x6 RAFTERS @ 24" OC 2x4 VERTICAL SUPPORT MEMBERS SPACED @ 2'-0" OC ALIGN W/ EA RAFTFR RR n\A/ TYP NOTE: PROVIDE BLOCKING @ ALL EDGES & SUPPORTS STICK FRAMED OVERFRAMING DETAIL SCALE: NTS DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES 2x BLOCKING BETWEEN EACH OUTLOOKER 2x OUTLOOI<ERS PER PLAN W/ SIMPSON LUS HANGER EA END GABLE END TRUSS W/ TOP CHORD DROPPED SHEATHING AND NAILING TO MATCH SHEAR WALL BELOW SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE STUD WALL FRAMING PER PLAN NOTES SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES SIMPSON LTP4 (4) 8d NAILS @ 24" OC INTO EA BLOCK L 2x4 BLKG EA BRACE MPROVIDE(2)2x4OR (6) 10d (1) 2x6 DIAGONAL BRACE AT 4'-0" OC 2x4 BLOCKING EACH BRACE A35 EACH LINE OF BLOCKING TYPICAL GABLE END SECTION SCALE: 1" = V-0" SHEATHING & NAILING PER ROOF FRAMING PLAN NOTES 2x6 HF W/(2) 16d NAILS @ 16" OC TRUSSES PER PLAN SHEATHING & NAILING PER PLAN & SHEAR WALL SCHED STUD WALL PER STRUCTURAL NOTES, RAKE WALL TO MATCH ROOF SLOPE 2x4 HF W/ (2) 16d NAILS @ 16" OC INTO 2x6 HF BLKG LTP4 @ 20" OC EXIST STUD WALL SHEATHING & NAILING PER PLAN & SHEAR WALL SCHED (EXIST SHEATHING TO REMAIN AT NON -SHEAR WALL) SECTION SCALE: 1" = V-0" EXIST SHEATHING AND NAILING EXIST BLKG (VFY/PROVIDE) SIMPSON LTP4 PER SHEAR WALL SCHEDULE PROVIDE BOUNDARY NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE NEW OR EXIST SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE (EXIST SHEATHING TO REMAIN AT NON -SHEAR WALLS) OVERFRAMING PER DETAIL 6 ROOF TRUSSES PER PLAN EXIST SHEATHING EXIST RAFTERS EXIST CEILING JOIST EXIST RAFTER EXIST CEILING JOIST TYPICAL RAFTER SUPPORT DETAIL SCALE: 1" = V-0" C GI ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 II/08/23 i Q Cam_ Cam_ C z C m O m cn W U � � cc� ry, W w w 0 a a mrlj M LIJ Q O 0 rH O .� Y Q DESIGN: LMS DRAWN: JOS CHECK: JGG JOB NO: 23170.10 DATE: 07/ 1 9/23 V / Q F_ 0 O ago � J 00 Z W w L.L W N (n 0 0 Z ZMO O W O 0 Y La 3:: �j SHEET: S5ml EVI ON Feb13 024 CITY OF EDM NDS DEPARTMENT